Plant-manufactured building structure



J- H. SLAYTER PLANT-MANUFACTURED BUILDING STRUCTURE Oct. 18, 1966 14Sheets-Sheet 1 Filed March 1, 1963 INVENTOR. JOHN H. SLAYTER BY MAHONE);MILLER a RAMBO M ATTORNEYS Oct. 18, 1966 J, H, SLAYTER PLANTMANUFACTUREDBUILDING STRUCTURE l4 Sheets-Sheet 2 Filed March 1, 1963 INVENTOR. JOHNh. .S'LAYTER Y, MILLER 8RAMBO BY MAHONE WWW ATTORNEYS Oct. 18, 1966 J.H. SLAYTER PLANT-MANUFACTURED BUILDING: STRUCTURE l4 Sheets-Sheet 5Filed March 1, 1963 F/G l3 INVENTOR. JOHN H. SLA YTER BY MAIEO NE )1MILLER 8 RAMBO ATTORNEYS Oct. 18, 1966 J. H. SLAYTER PLANT-MANUFACTUREDBUILDING STRUCTURE 14 Sheets-Sheet 4 Filed March 1, 1963 INVENTOR. JOHNH. .SLAYTEI? BY MAHBOWEY, MILLER 8 RAMBO 7 M ATTORNEYS Oct. 18, 1966 J.H. SLAYTER PLANT-MANUFACTURED BUILDING STRUCTURE Filed March 1, 1963 l4Sheets-Sheet 5 INVENTOR. JOHN H SLAYTEA? BY MAHgl/EY, MILLER a RAMBOATTORNEYS Oct. 18, 1966 J. H. SLAYTER PLANT-MANUFACTURED BUILDINGSTRUCTURE l4 Sheets$heet 6 Filed March 1, 1963 FIG. /6

INVENTOR. JOHN H. sun rm Y, MILLER a RAMBO w.

ATTORNEYS.

MA HBOYN E Oct. 18, 1966 J. H. SLAYTER 3,279,132

PLANT-MANUFACTURED BUILDING STRUCTURE Filed March 1, 1965 14Sheets-Sheet 7 INVENTOR. 6/ 6/ JOHN H SLAYTEI? 7 AQ/ b n MAHBg/EY,MILLER a RAMBO u if yw ATTORNEYS Oct. 18, 1966 J. H. SLAYTERPLANT-MANUFACTURED BUILDING STRUCTURE l4 Sheets$heet 8 Filed March 1,1963 INVENTOR. JOHN H. SLAYTER BY MAHONE Y, MILLER 8 RAMBO %4 7ATTORNEYS Oct. 18, 1966 J. H. SLAYTER PLANT-MANUFACTURED BU ILDINGSTRUCTURE 14 Sheets-Sheet 9 Filed March 1, 1963 FIG 24 WEE/6 0 INVENTORJOHN H. SLA YTER BY MAHO/VEY M/LLER & RAMBO FIG 25 ATTORNEYS Cct. 18,1966 SLAYTER I 3,279,132

PLANT-MANUFACTURED BUILDI NG STRUCTURE Filed March 1, 1963 14Sheets-Sheet 11 INVENTOR. JOHN H. .SLAYTER BY MAHONE Y, MILL ER 8 RAMBOA TTORNE Y5 Oct. 18, 1966 J. H. SLAYTER PLANT-MANUFACTURED BUILDINGSTRUCTURE Filed March 1, 1965 14 Sheets-Sheet 12 6 w N4 M w H w MW] 1.mm 4 8 64 3 7 V V6 FIG. 34

INVENTOR. JOHN H. .SLAYTER M M a m H M W WW M M Oct. 18, 1966 J. H.SLAYTER PLANT-MANUFACTURED BUILDING STRUCTURE l4 Sheets-Sheet 15 FiledMarch 1, 1963 INVENTOR JOHN H. SLAYTER LEI? 8 RA B0 A T TORIVEYS BYMAHOA/EY, MIL BYW FIG: 38

0a. 18, 1966 J. H. SLAYTER 3,279,132

PLANT-MANUFACTURED BUILDING STRUCTURE Filed March 1, 1963 I 14Sheets-Sheet 14 FIG: 40

INVENTOR. JOHN H. .SLA YTER' BY MAgeNE'), MILLER BRA/M50 AT ORA/5K9United States Patent 3,279,132 PLANT-MANUFACTURED BUILDING STRUCTUREJohn H. Slayter, Newark, Ohio, assignor to Richardson Homes Corporation,a corporation of Indiana Filed Mar. 1, 1963, Ser. No. 262,148 7 Claims.(Cl. 52-73) This application is a continuation-in-part of copendingapplication Serial No. 160,984, filed December 21, 1961, which issued asPatent No. 3,156,018 on November 10,

This invention relates to a Plant-Manufactured Building Structure. Ithas to do, more particularly, with a modular or segmentized buildingstructure formed of prebuilt cooperating assembled transverse sectionsor modules, with the structure of the assembled transverse sections ormodules to be used in such a building structure, and with the prebuilttransverse trusses used in the formation of such building sections. Italso relates to novel details of structure incorporated in the trusses,building sections, and the completely assembled building structure.

In general, this invention like the one disclosed in said patentembodies a modular building structure made up of a plurality oftransverse modules or sections which can be disposed in cooperativerelationship, drawn together and clamped together with weathertightjoints between the modules or sections. The modules or sections restupon and are supported upon a plurality of longitudinally extending mainsupporting beams upon which they slide when drawn into cooperativeclamped relationship as indicated above. Each of the sections or modulesincludes a plurality of basic truss units which extend transversely ofthe sections and which are structurally connected together. According tothis present invention, each of these basic truss units is a compositeunit which includes a pair of supporting outer or side columns, a pairof inwardly extending cantilever type truss arms which serve to supportthe roof deck, and which may support ceiling panels, which meet midwayof the columns, and a floor joist beam or truss portion which isconnected to the lower ends of the columns. All connections betweenfloor joist, columns and roof truss arms are of the rigid type. Thus,the composite truss unit of this invention is a continuous, closedframework, wherein the frame members are disposed in angularrelationship with their adjacent ends rigidly connected together and arefree of any angular bracing or struts thereby making it possible toprovide standard or common transverse sectional contours in the buildingsections or modules manufactured therewith as compared to the unusualtransverse sectional contours of modules constructed with the trusses ofmy said patent which follow the moment curves and include necessarybracing and struts. This arrangement according to the present inventionis such that the roof loads cause the cantilever arms to act not only incompression but applies a bending force, which in turn creates a momentwhich is transmitted through the rigid connections to the side wallcolumns and in turn to the floor joists. The floor joist is loaded,therefore, not only in tension by this transmitted load but is in turnsubjected to an upward bending moment that is exactly reverse to thedownward bending moment created by static floor loading. Each floorjoist rests on the main supporting beams, preferably two parallel beams,and the entire composite truss unit is supported thereby. The floorjoist or truss portion rests on the beams in such a manner that there isa projecting overhang outwardly of the respective beams. Therefore, roofloads acting on the cantilever truss arms and floor loads acting on thejoist beams tend to create opposing bending moments in the plane of thetruss unit which result in a type of structural loading known as reversebending, the favorable result of 3,279,132 Patented Oct. 118, 1966 "icewhich is the decided decrease in structure deflection at the same staticloading than would be possible if the floor truss were supported at itsouter ends or if the structure joints were not rigidly connected. Also,according to this present invention, all wall structures, partitions,etc. are so designed and connected with the truss units by slip jointsso as to permit flexing of the truss units without any damage to thewall structures. The truss units can, therefore, be of metal, such assteel, and need not be sufliciently heavy to be rigid but can be ofrelatively light construction even though they have considerableflexibility. Also, the relative flexing between the truss units andassociated walls will take care of the diiference in contraction andexpansion of the trusses as compared with the wall structures which areof different materials.

In the accompanying drawings, one embodiment of this building structureand examples of units and structures used therein are illustrated, butit is to be understood that details of all these structures may bevaried as to appearance and materials without departing from basicprinciples of my invention.

In these drawings:

FIGURE 1 is a general perspective view of an assembled buildingstructure, for example, a house, which embodies units or structures ofthis invention.

FIGURE 2 is an elevational view of a composite transverse truss unitwhich includes roof truss arms, side columns and floor joist portions.

FIGURE 3 is an enlarged detail of the connection of adjacent roof trussarms at the roof ridge or peak.

FIGURE 4 is an enlarged transverse sectional view taken along line 44 ofFIGURE 3 through a roof truss arm of the truss.

FIGURE 5 is an enlarged detail in elevation of the corner connectionbetween the upper end of a side column and the outer end of a roof trussarm.

.FIGURE 6 is a vertical sectional view taken along line 6-6 of FIGURE 5.

FIGURE 7 is an enlarged detail in elevation showing the connection ofthe lower end of a side column and the outer end of a floor joist.

FIGURE 8 is an enlarged horizontal sectional view taken along line 88 ofFIGURE 7 through one of the side columns of the truss.

FIGURE 9 is an enlarged detail in side elevation of a beam splice whichmay be used in the floor joist or root truss arm of the composite truss.

FIGURE 9a is a transverse sectional view taken along line 9w9a of FIGURE9 through the beam splice.

FIGURE 10 is a perspective view of one of the ends of the building withwalls partly broken away to show one of the building sections ormodules.

FIGURE 11 is a schematic view showing a possible interior wallarrangement in the building of this invention.

FIGURE 12 is a horizontal sectional view taken on I FIGURE 13 is anenlargement of the extreme corner I portion of the structure of FIGURE12.

FIGURE 14 is an enlarged transverse vertical sectional view through theend of the building showing the end wall slip joint and associated slipjoint between the end wall and the roof truss arm of the truss as wellas details of the roof overhang on the end of the building.

FIGURE 15 is a vertical sectional view showing details of the roofoverhang at the side of the building.

FIGURE 16 is a vertical sectional view taken along line 16-16 of FIGURE10 of the slip joint between the end wall and the associated floor joistof the building.

FIGURE 17 is a perspective view, partly broken away,

showing the slip joint of the juncture of an interior wall with an endwall.

FIGURE 18 is an enlarged horizontal sectional view taken along line18-18 of FIGURE 17.

FIGURE 19 is a perspective view illustrating the slip joint at thejuncture of an interior wall with a side wall.

FIGURE 20 is a horizontal sectional view taken along line 20-20 ofFIGURE 19.

FIGURE 21 is a perspective view of an interior wall that runstransversely of the trusses of a section and showing how a slip joint isprovided between the wall and the roof truss arms of the trusses.

FIGURE 22 is a vertical sectioinal view taken along line 22-22 of FIGURE21.

FIGURE 23 is a transverse sectional view taken along line 23-23 ofFIGURE 22 through a roof truss arm and associated roof and ceilingpanels.

FIGURE 24 is a vertical sectional view showing an interior wall thatextends parallel to a roof truss arm and the slip joint between it andthe roof truss arm.

FIGURE 25 is a sectional view showing a slip joint between the floor andan interior wall.

FIGURE 26 is a vertical sectional view taken along line 26-26 of FIGURE24 through the roof truss arms and an associated wall extendingtransversely of the buildmg.

FIGURE 27 is a detail in vertical cross section showing the slip jointconnection between an interior wall and roof truss arms between which itis disposed.

FIGURE 28 is a perspective view showing the main supporting beams forsupporting the building in position for receiving the building sections.

FIGURE 29 is a transverse vertical sectional view taken along line 29-29of FIGURE 28 through a main supporting beams and associatedbeam-supporting pier but showing in addition a floor joist.

FIGURE 30 is a vertical sectional View taken along line 30-30 of FIGURE29.

FIGURE 31 is a vertical sectional view showing a modified roof cap.

FIGURE 32 is a vertical sectional view showing one type of ridge capused on the roof.

FIGURE 33 is a view similar to FIGURE 32 but showing a cap used at thejoints between roof panels.

FIGURE, 34 is a vertical sectional view taken along line 34-34 of FIGURE33.

FIGURE 35 is a vertical sectional view of another form of .connector forconnecting adjacent trusses of adjacent building sections.

FIGURE 36 is a horizontal lines 36-36 of FIGURE 35.

FIGURE 37 is a vertical sectional view similar to FIGURE 14 butillustrating how a nailing strip can be used on the roof truss arms ofthe metal truss.

FIGURE 38 is a sectional view illustrating the use of nailing strips onthe side column and also illustrating somewhat different associated wallstructures.

sectional view taken along FIGURE 39 is a vertical sectional viewshowing a differentv arrangementof the roof truss arm structure ofassociated trusses.

FIGURE 40 is a perspective view of a building section mounted on atrailer for transport.

With reference to the drawings,there is illustrated generally in FIGURE1 a building structure embodying principles and structure of thisinvention. The buifding structure shown is of the type used as a houseor residence but it is to be understood that this is merely one exampleof a building which can be built according to this invention. Theillustrated building structure consists of a plurality of transversemodules or sections which are identical in basic structure but which mayvary from each other in exterior design and finish and in interiordesign and finish. Also, the interiors of the various sections may havebuilt-in equipment which varies from section to section. For example,usually one of the sections is a utility core or section which willcontain kitchen, bathroom and heating and/ or air conditioningequipment. This section may be located relative to the other sections asdesired. Other sections may have living room furniture built in andstill other sections may have bedroom furniture built in. Thus, theremay be wide variation in regard to the relationship and to the equipmentof the various sections.

In the example illustrated, the house is shown as consisting of aplurality of main transverse modules or sections 41 and 42 and a pair oftransverse terminal or end sections 43, but it is. obviousv that thenumber of main sections could be varied. Each of the end sections 43forming a building structure, although similar in structure to the mainsections 41 and 42, are provided with end walls 44,.as best shown inFIGURE 1. The specific structure of the end wall will be more fullyexplained hereinafter. The supporting framework members of the sectionsare designed primarily to be fabricated from lightweight structuralsteel shapes. Wall, roof and floor sheathings or coverings which may befabricated or formed from various well-known building materials such aswood, synthetic substances or metals, or any combination thereof, aresecured to the respective elements of the framework to resist racking ortwisting of the building structure without the addition of theconventional diagonal bracing members. Weathertight seals are formedbetween the several sections or modules when joined together, either bythe compressive force exerted between adjacent sections holding opposededge portions in contacting engagement, the particular arrangement ofthe sheathing or external covering members, or by additional sealingmembers that are readily attachable to the structure itself. The supportfor the entire building is shown as consisting of the pair oflongitudinally extending, main supporting beams 45 and 46 which aredisposed in parallel relationship. Additional details as to thestructure of the beams 45 and 46 as well as connection with the buildingstructure and foundation members will be described in subsequentparagraphs.

Each transverse section or module is constructed with a plurality ofbasic truss units, indicated generally by the numeral 47, which form thestructural framework thereof. -A complete truss unit 47 is illustratedin FIGURE 2 and includes a floor joist 48, a pair of side columns 49secured to the outer ends of the joist, and a pair of inwardlyextending, cantilever-type roof truss arms 50 attached to the upper endsof the side columns. In the present embodiment, the floor joist 48, aswell as the cantilever roof truss arms 50, are fabricated from two ormore beam sections. The several beam sections are rigidly connected toeach other in an end-to-end relationship to form a beam or truss of thedesired length. The utilization of relatively short beam sections isprimarily an economic factor as it reduces the cost of manufacture ofthe building and it is readily apparent that a unitary beam of therequired length may be utilized. To further reduce the cos-t ofmanufacture, each member of a truss unit 47 is fabricated from aC-shaped channel beam of the general form shown in FIGURE 4 includingweb and flange portions with each of the flange portions having themarginal edge thereof turned inwardly forming a flange lip disposedparallel to the web portion. This particular shape of channel permitsthe flange and web portions thereof to be rolled or otherwise formedfrom a relatively thin sheet of material while retaining the strength ofa heavier beam. The weight of each truss unit is also minimized for apredetermined load-carrying capacity which results in a reduction of thetotal weight of a complete building.

To obtain the desired structural characteristics, all 1 be securely andrigidly limiting of deflection is accomplished through the phenomenonknown as reverse bending, which is created in all members concerned byvitrue of the rigidily connected joints and the supporting of the floormembers at a point other than at the extreme ends. Were either of theseessential requirements eliminated, the reverse bending phenomenon wouldnot be achieved and much stiffer and consequently heavier steel sectionswould be required to achieve the same deflection limits. Increasing ordecreasing the load on each truss unit will cause the truss unit to flexin a vertical plane. FIGURES 3 through 9a illustrate the various methodsof obtaining rigid joints between the several members of the truss unit.

FIGURE 3 is an enlarged detail of the connection between the roof trussarms 50 at the center of the building or the roof ridge. The adjacentends of the truss arms 50 are angularly cut and shaped to fit in anend-contacting relationship to form a sloped roof and are subsequentlywelded together. Additional stiffening or reinforcing of the truss arms50 at the ridge is provided by the insertion of a flat plate 51 into thechannel of each arm at the adjacent ends thereof. The plates 51 arewelded to the truss arms 50, as indicated in FIGURE 4, along the edgesin contact with the flange and web portions.

A typical rigid joint between a roof truss arm 50 and a side column 49is illustrated in FIGURES 5 and 6. A cap plate 52 is first welded to theupper marginal end of the side column 49 and the roof truss arm 50 isthen set on the cap plate and welded thereto. The upper end of thecolumn 49 is accordingly angularly cut in conformity with the slope ofthe roof truss. A pair of flanged reinforcing members 53 are alsopositioned within the roof truss arm 50 at the marginal end thereofadjacent the side column 49. The flanged reinforcing members 53 formcontinuations of the flanges of the side column 49 and are weldedrigidly in position with the flanges thereof aligned with and parallelto the flange lips of the truss arms 50. An extremely rigid, lightweightjoint is thus formed with the truss members being reinforced as toracking or twisting forces. The roof truss arms 50 do not extendoutwardly from the side columns 49 to form a supporting structure forthe eaves as in conventional constructions and, as will be subsequentlyexplained, the eaves are integrally formed with the roof sheathing in anovel and economically fabricated construction.

Each side column 49 is also rigidly secured to the extreme end of afloor joist beam 48 and the details of this joint are clearlyillustrated in FIGURES 7 and 8. Welded to the extreme end of the floorjoist is an end cap 54 and a reinforcing plate 55 is welded to each ofthe flange portions thereof to provide suflicient strength at themarginal end of the joist. The side column 49 is then welded to the endcap 54 and the reinforcing plates 55. An additional pair of reinforcingplates 56 are welded in the interior of the side column 49 in spaced,parallel relationship forming continuations of the flanges of the floorjoist beam 48 to increase the resistance of the column to racking ortwisting forces.

The method of joining or splicing two of the relatively short beams fromwhich the long members of a truss unit 47 are fabricated, such as atruss arm 50, is illustrated in FIGURES 9 and 9a. The two beams areplaced in end-contacting relationship and a spline 57 fabricated from asimilarly formed but proportionally smaller sized C-shaped channel isinserted within the channel of the beam. The relatively short spline 57extends a distance to each side of the joint and is rigidly fastened tothe beams, by welding, for example. The joint between the two beams isalso welded together.

The complete truss unit 47 thus formed is a substantially rigidstructure capable of supporting the static and dynamic loads for whichit was designed. These design forces include the dead weight of thebuilding materials and the normal furniture loads and also wind, snow,or other natural forces. The truss units 47 are disposed in a generallyvertical plane extending transversely of the longitudinal beams 45 and46 and are preferably positioned thereon in such a manner that the floorjoist beam 48 will be supported intermediate the ends thereof, as bestshown in FIGURE 2. The position of the beams 45 and 46 relative to thefloor joist beam 48 is determined by design requirements of the specificstructural beam section to minimize deflection as well as stress throughthe achievement of reverse bending in the floor beam section. Althoughthe stress in the floor joist 48 is substantially reduced by thepreferred location of the supporting beams 45 and 46, it may benecessary to increase the size of the floor joist 48 relative to theside columns 49 and the roof truss arms 50 to provide a truss unit 47capable of supporting the maximum design load.

Each transverse section or module is fabricated from a plurality of thebasic truss units 47 disposed in spaced parallel relationship. Acompleted module, such as 41 or 42, is shown in FIGURE 40 and apartially constructed end module 43 is illustrated in FIGURE 10 on anenlarged scale to clearly indicate the method of construction. The trussunits 47 are uniformly spaced in standard units, such as 4 ft., and eachmodule may be of a length such as 8 or 12 ft. which are a multiple ofthe basic spacing. The module illustrated in FIGURE 40 is of the 12 ft.width and utilizes six of the truss units. A single truss unit 47 isdisposed at each of the transverse edges of the module with the channelopening inwardly thereof. Thus, only the web portions of the channelmembers of the end trusses will be visible in a completely assembledmodule. The remaining four trusses 47 are disposed in pairs intermediatethe end trusses in which the web portions of two adjacent truss unitsare in contacting engagement. The positioning of the truss units inpairs is clearly shown in FIGURE 10. The transverse edges of each moduleadapted to be positioned centrally of a building structure are onlyprovided with one truss unit 47 as the module positioned adjacentthereto will provide the additional truss unit. When the two modules arepositioned in assembled relationship, the adjacent end truss units willalso be positioned with the web portion thereof in contactingengagement. Each module will, therefore, be a self-contained,self-supporting building unit which may be readily combined with othermodules of the same basic form. The interior arrangement of the modulesis completely independent of the module as the truss units areself-supporting and do not require additional support members to bepositioned between the floor joist and roof truss arms.

Although each of the truss units 47 is formed as a substantially rigidtruss member, the truss units are designed to flex in a vertical planewhen subjected to various loads. This type of design permits theutilization of lighter weight beam members for economic and weightadvantages. As an example, when a truss unit 47 is subjected to itsproportionate share of a static load, a uniform floor and roof load, forexample, the floor joists 48 will be flexed downwardly at the outer endsthereof while the center portion will also be flexed downwardly.Simultaneously, the roof truss arms 50 will be subjected to bendingstresses which results in a downward movement of the roof truss arms 50.The downward movement of the roof truss arms is further increased by thedownward flexing of the floor joists 48. Preferably, the floor joists 48are designed to have substantially less flexing when subjected to amaximum design load than are the roof trusses 50. This may be readilyaccomplished by utilizing a substantially larger member for the floorjoist 48 as was previously suggested. When the roof truss arms 50 aresubjected to a substantially uniform roof loading, the truss arms willbe flexed downwardly as Well as lowered. The relatively larger movementof the roof truss arms 50 compared to the floor joist beam 48 is not ofparticular importance except for the general appearance of the buildingstructure. It is generally immaterial to the occupant that the rooftruss 50 is flexed downwardly unless overhead clearances should bedecreased beyond a reasonable limit. However, extreme flexing of thefloor joists 48 is undesirable and will be readily noticeable in thelocation and operation of appliances, as well as the appearance of otherfurniture items. Simultaneously with the flexing of the roof truss arms50 and the floor joists 48 in a vertical plane, the side columns 49 willbe observed to become inclined relative to their normal verticalposition but the inclination is relatively small compared to the roof.By virtue of all rigidly connected joints, a static roof load results ina bending moment which is transmitted through the rigid joint betweeneach roof truss arm 50 and the side column 49 and then through the rigidjoint between it and the floor joist 48 to the floor joist itself. Thistransmitted moment opposes the moment created by the static loading ofthe floor joist itself, thus creating the structural phenomenon known asreverse bending. The analysis works equally as well in reverse withbending moments created by the static loading of the floor beingtransmitted the other direction equal and opposite through the sidecolumns 49 to the roof truss arms 50, these moments being opposite tothe moments created by the static loading of the roof. The result isthat all members of the rigid structure are subjected to reverse bendingconditions which allows them to assume much greater loads with lessflexing or deflection than would be possible if the reverse bendingphenomenon were not achieved. Two factors are absolutely essential toachieve this phenomenon. One is the rigidly connected joints of allmembers, and the second is the support of the entire trusses unit at amathematically predetermined point a distance inward from the ends ofthe floor joist 48.

To quantitat ively illustrate the magnitude of the flexing movementreferred to herein, a test model comprising a plurality of the trussunits 47 was constructed and subjected to various load conditions. Forone particular test condition, maximum design load, the floor joists 48were subjected to a uniform loading of 65 pounds per square foot on aneffective two ft. wide module. Simultaneously, the roof truss arms weresubjected to a uniform loading of 24 pounds per square foot. In thistest model, the floor joists 48 were fabricated in the form of C-shapedchannels having a web of 8 inches and a flange of 3 inches from 10-gaugeflat stock structural steel having a 33,000 p.s.i. yield point. Thejoists were 30 ft. in length. The roof truss arms 50 were similarlyfabricated but from 12-gauge flat stock structural steel having a 50,000p.s.i. yield point. The dimensions of the roof trusses were 6 inches forthe web and 2 /2 inches for the flanges. The deflections noted in thistest were that the floor joists 48 were flexed downwardly at the extremeends thereof approximately /2 inch while the center portion of the floorbeam was only flexed downwardly inch. The total downward movement of theroof truss arms 50 during this test was ascertained to be a maximum of1% inches at the ridge thereof with the deflection of each armdecreasing toward the outer ends thereof connected to the side columns49. Simultaneously, the upper ends of the side columns 49 were observedto have moved approximately inch horizontally outward from their normalposition. It was noted that the deflection of the roof truss arms 50relative to the floor joists 48 was extremely variable over the entirelength of the truss unit with the maximum variation in deflectionoccurring at the center or roof ridge of the truss and decreasing to aminimum at the marginal ends thereof adjacent the side columns 49.

It is obvious the other test loads or loadings of a test model wouldresult in variations of the deflections previously indicated. As anexample, with non-uniform loadings it is possible to produce an upwardlydirected deflection in the roof truss arms 50 as well as the outer endsof the floor joist beams 48. An example of such a deflection wasobserved when the roof truss arms 50 were subjected to a substantiallyless than normal loading as were the portions of the floor joists 48extending outwardly from the respective support points. The center spanof the floor joist 48, however, was subjected to the normal loading andwas, therefore, the only portion of the truss unit experiencing adownward deflection.

Each of the modules includes several sheathing members as part of thestructure which must necessarily be designed to accommodate the verticalflexing movement when subjected to variations of load. A suitablesheathing material is applied to the floor joists 48, the side columns49 and the roof truss arms 50 to provide resistance to racking ortwisting forces. The sheathing on the respective members of the trussunits 47 must be of a type which will not be affected by a verticalflexing movement of the truss and will readily accommodate any bendingthat may occur in the associated truss member. The sheathing applied tothe respective members of the truss units must be fabricated fromsuitable materials having the desired strength characteristics to resistracking. Also, it is necessary that all interior walls or partitions bemovable relative to the truss units 47 and associated sheathings toprevent damage to the structures during flexure of the truss units.Since the truss units 47 are structurally self-supporting and are of theopen-span type, the various interior walls may be of the free-standingor curtain-wall type which are not usually subjected to any verti calloadings.

The basic structure and constructional characteristics of a module andan end wall 44 are illustrated in FIG- URE 10. The module illustrated isan end module 43; however, the essential constructional characteristicswould apply to either of the modules 41 and 42 adapted to be positionedcentrally of the building structure. In FIG- URE 10, two truss units,indicated herein as trusses 47a and 47b for purposes of differentiation,are longitudinally disposed on the supporting beams 45 and 46 at thedesiredbasic module spacing of four feet. A floor sheathing member 60 isthen applied to the upper flange of the floor joist 48 as are sheathingmembers 61 and 62 to the exterior and interior flanges of the sidecolumns 49 and a roof sheathing, denoted generally by the numeral 63, tothe upper flanges of the roof truss arms 50. The various sheathings arerigidly secured to the respective truss members by any suitablefastening means such as self-tapping sheet metal screws or power drivenscrew nails. The

spacing of the fastening means is determined by the type of materialutilized and the particular fasteners. Utilization of sheet metalmaterial in the fabrication of the truss units permits the use offasteners of this type which are readily applied by powered apparatusand equipment thus effecting a reduction in fabrication costs. A moduleis further built up by the addition of other pairs of truss units 47 toobtain a readily transportable unit having a width of eight or twelvefeet. As indicated, the next truss unit 47c is positioned adjacent thetruss unit 47a with the web portions thereof in contacting engagement.The truss units 47a and 470 are then rigidly secured together bysuitable fastening means such as bolts 64. A plurality of bolts 64 areutilized substantially as indicated in FIG- URE 2. Preferably, the trussunits are first assembled in pairs, such as 47a and 47b, with thesheathing secured thereto for economic assembly operations and thus formmodule subsections. Such a subsection will thus be fabri- I cated fromstandard length parts that are readily produced under mass manufacturingmethods. A subsection 7 of four-foot width is also readily transferrablethroughout a factory assembly plant. Although the sheathing may beapplied to the subsection before assembly, there will be no difficultyencountered in fastening the subsections together as the bolts areapplied only to the portions of the trusses which are readilyaccessible.

An end module 43 includes a vertically disposed wall 44 and anoverhanging roof portion -or eave member.

The overhanging roof portion is preferably formed as a continuation orextension of the roof sheathing 63 applied to the end module 43 whilethe vertical wall 44 must be supported for movement relative to theassociated truss units 47. The details of the construction of an endwall 44 and a roof overhang and the attachment thereof to the end module43 is best illustrated in the FIGURES 10, 12, 13, 14, and 16. Asindicated in the several figures, the end wall 44 is fabricated as astructurally rigid unit which must be vertically supported at thetransverse edge of the end module 43. The roof overhang, althoughintegrally formed with the roof sheathing 63 carried by the end module43, represents additional weight that may excessively load the trussunit 47b disposed at the transverse edge of the module. Therefore, atruss unit 47d is disposed in a vertical plane adjacent to the trussunit 47b to support the wall 44 and carry the weight of the roofoverhang. However, the web portions thereof are not in contactingengagement as are the adjacent pairs of truss units such as 47a and 470.A spacing member 65 is positioned between the webs of the adjacentchannel members 47b and 47d which is of a thickness equal to the desiredspacing between the trusses. The spacing member 65 may be an elongatedstrip of wood or similar noncompressible material extending around theperiphery of the truss units adjacent the outer flanges thereof or aplurality of relatively short blocks. In addition, a washer 64a of thesame thickness is positioned on each of the bolts 64 fastening the trussunits 47b and 47d together so that the web portions will be maintainedin parallel relationship. The web portions of the respective truss units47b and 47d will form a slot or channel opening inwardly of the trussunits and extending substantially around the periphery of the trussunits.

The floor sheathing 60, which is secured to the upper flange of thetruss unit 47b by any suitable fastening means such as screw nails 66,is formed from panels of structural materials capable of supporting theloads placed thereon as well as resisting the racking forces to whichthe structure may be subjected. The panels may be fabricated from inchthick plywood. An insulation sheathing 67 may also be applied to thelower flanges of the floor joists 48 to thermally insulate the floor ofthe building. The insulation sheathing 67 is for-med in panels which aresecured to the truss unit 47b by screw nails 68. Any of the well-knownrigid sheet insulation panels which are resistant to moisture may beutilized. It is readily apparent that other forms of insulation may alsobe utilized, such as replacing the insulation panels 67 with a skinmember formed from metal, for example, and filling the space between thefloor sheathing 60 and the skin member with a granular or nonrigidbatting type of insulating material. The floor sheathing 60 andinsulation panels 67 terminate at the web portion of the truss unitsand, in the case of the end modules, do not extend over the spacebetween the truss units 47b and 47d.

The end wall 44 is fabricated as a rigid, self-supporting unit similarto the conventional structural walls having a plurality of verticallydisposed studs 70 which are attached to a horizontally extending soleplate 71. Openings 72 and 73 may be integrally framed in the wallstudding 70 to receive windows as desired. Additional openings of properform may be provided for installation of doors. The sole plate 71 issupported on the upper flange of the floor joist of the truss unit 47dwhich truss unit will, therefore, support the entire end wall 44. Thesole plate 71, however, is not rigidly secured to the truss unit 47dexcept at points immediately above the longitudinal beams 45 and 46. Theend wall 44 is of substantially rigid construction and will, therefore,be incapable of flexing in a vertical plane, as is the truss unit 47d onwhich it is supported. Since the floor joist 48 of this truss is alsorigidly supported at the longitudinal beams 45 and 46, there will be norelative movement of the sole plate 71 and the truss at this point thuseliminating the necessity 10 of a movable or slip joint at thislocation. Any suitable fastening means may be utilized, such as a bolt74, extending through the upper flange of the truss unit 47d and thesole plate 71, as indicated in FIGURE 16.

It is necessary that the remaining marginal edge portions of the endwall 44 be connected by means of slip joints to the truss unit 47d andthe sheathing members attached thereto to permit relative movement. Aninterior wall sheathing 75 is applied to the vertical studding members70 to form an interior wall surface. The sheathing 75 may be formed fromsheets of suitable building materials, such as plywood or compositionWood having a plastic surface, and is fastened to the studs 70 by asuitable fastening means, such as nails. The sheathing 75 is cut to sucha length that the marginal edge portions thereof will extend a distancebeyond the framing members 70 and 71 into channels formed by adjacentlydisposed portions of the truss units 47b and 47d, as illustrated inFIGURES 12, 14 and 16. The spacing between the truss units 47b and 47dis determined by the thickness of the sheathing 75 and must be adequateto permit relatively free sliding movement of the sheathingtherebetween. The end walls may, therefore, move relative to the trussunits without adverse distorting effects. It is readily apparent thatthe sheathing 75 will also serve to maintain the wall member 44 in avertically upright position. An exterior sheathing 77 may also beapplied to the vertical studs 70 in a similar manner. The exteriorsheathing 77 is preferably formed from an insulating material consistingof rigid sheets to which. a protective and decorative siding 77a such asthe clapboard type may be applied. The sheathing 77 extends downwardlyfrom the sole plate 71 to at least an overlapping relationship with thebottom sheathing 67 to enclose the truss units and provide aweather-proof seal. A spacing member 78 of L-shaped cross section may befastened tothe lower flange of the truss unit 47d, as illustrated inFIG- URE 16, to provide an additional bearing surface for movement ofthe wall member 44 and to aid in maintaining the wall in a verticalposition. The spacing member 78 is not secured to the sheathing 77. Asimilar spacing member 78a is secured to the lower flange of the rooftruss arm 50 of the truss unit 47d. A closure member 79 may then besecured to the exterior of the flange of truss unit 47d to completelyseal the wall member 44. The closure member 79 would be fastened to theflange of the truss unit 47d by suitable means such as metal screwsafter the truss unit fastening bolts 64 have been installed.

An elongated strip of interior molding or trim 76, such as aquarter-round, may be nailed to the floor sheathing 60 adjacent thesheathing 75 to provide a more finished appearance and to eliminate thenecessity of accurately cutting a smooth abutting joint along themarginal edge of the floor sheathing 60. It is to be understood thatother floor surfacing or covering materials may be applied to the uppersurface of the floor sheathing 60 to improve the appearance thereof. Forexample, hardwood flooring or composition tiles may be laid over thesheathing. In that instance, the quarter-round 76 would be disposedabove the floor covering. With certain types of floor coverings, at thefloor joints between adjacent building sections or modules it may bedesirable to have corresponding joints in the floor covering with trimstrips over the joints.

The slip joint structure of the end wall 44 with the longitudinal sidewalls of the building structure is best illustrated in FIGURES 12 and13. The interior and exterior wall sheathing members 62 and 61 areapplied to the interior and exterior flanges of the side column members49 and fastened thereto by any suitable means, such as sheet metalscrews or bolts. A plurality of side column spacer blocks or singleelongated spacing members 80, similar in form and operation as thespacer blocks 78, 78a described in conjunction with the floor joist androof truss arms, are fastened to the exterior flange of the end trussunit 47d. An extension 81 of the exterior sheathing 61 is also fastenedto the side column of the end truss 47d forming an edge cover for theend wall 44. The extension 81 may be formed integrally with the wallsiding 62. A protective and decorative clapboard siding 82 is alsoapplied to the sheathing 62. Before securely fastening the clapboardsiding 82 to either the side wall or the end wall, a preformed metalcorner member 83 is fastened to the sheathing extension 21 to form adecorative and weathertight seal at the junction of the side and endwall members and permit movement of the end wall relative to the sidewall. The corner member 83 (see FIGURE 13) is formed from a sheet metalWith a pair of vertically extending channels 84 for receiving theclapboard siding and a pair of flange members disposed in contactingengagement with the respective wall sheathing 81 and 77. To permitrelative movement of the end wall 44, the corner member 83 is onlyfastened to the sheathing extension 81. Thus, the clapboard sidingapplied to the end wall 44 may not only slide transversely relative tothe corner member 83 but longitudinally thereof, along the clapboardreceiving channels 84.

FIGURES 10, 14 and 15 illustrate the structure of the roof sheathing 63and the construction of the roof overhang at the end walls and thelongitudinal side walls. The roof sheathing 63 includes a substantiallyrigid sheet or panel 85 formed from a suitable material such as plywood,which may be readily fastened to the truss units 47 by metal screws orpower-driven screw nails. The plywood panel 85 must be capable ofresisting racking or twisting forces to which the building structure maybe subjected. Also, the panel 85 may extend outwardly from the end wallmembers, as shown in FIGURE 14, or the longitudinal side walls, as shownin FIGURE 15, to form the structural member of the roof overhang oreave. A panel of insulation 86 of the type which may be fabricated insheet form is placed over the roof sheathing 85. An external, protectivemetal skin or panel 87 is then placed over the top of the roofinsulation and maintained in its proper position.

The roof sheathing 63 is formed in elongated sheets as shown in FIGUREwhich extend transversely of the section module. The roof sheathingpanels are maintained in their respective positions by means of roofbatten structures or seam caps 88. The roof batten structures 88 extendtransversely of the building structure and are preferably positioned atthe truss units 47. Each of the batten structures 88 includes one ormore elongated bars 89 which are secured to the plywood panel 85 bymeans of a plurality of wood screws 90 or nails. The screw 90 extendsthrough the batten and into the panel 85. The sides of the bar 89 areinclined upwardly and outwardly from the panel 85 forming a wedgestructure to engage the insulation panels 86 and the roof skins 87 toretain them in an overlying relationship to the roof sheathing 85. Forthis purpose, the roof insulation panels 86 are preformed to have aninclined edge portion which cooperatively engages the inclined side ofthe bars 89. The roof skins 87, which are preferably fabricated from asheet metal such as aluminum, are formed with a flanged edge portionwhich also engages the inclined side of the bar 89. The flanged edgeportion includes a flange 91 inclined upwardly and outwardly similar tothe inclined surface of the bar 89 and which terminates in a lip member92. The lip member 92 is disposed in a plane parallel to the main bodyof the panel 87 in overlying relationshipthereto. The roof sheathingpanels 86 and 87 will thus be maintained in position by the roof battenstructures 88 without requiring the customary fastening means, such asnails, to be driven through each of the panels. The inclined surfaces orsides of the bars 89 prevent lifting of the panels 86 and 87 from theplywood panels 85 but do restrict movement thereof transversely of thebuilding structure to accommodate thermal expansion.

In the assembly of the roof sheathing 63, the plywood panels are firstpositioned on the truss units 47 and secured to the flanges of the rooftruss arms 50- by suitable fastening means. As best shown in FIGURE 23,the panels 85 terminate at the web portions of the truss units 47 sothat the marginal edges of two adjacent panels will be in contactingengagement when the modules or the building structure are completelyassembled. The panels 85 adjacent the end wall 44, however, extend adistance beyond the truss 47d to form the structural base for theoverhang. The insulation panels 86 and the roof skins 87 are then placedon the plywood roof panels 85 and the roof batten bar 89 then placedbetween each of the insulation panels and roof skins and secured to theplywood panels 85. The roof batten structures are then completed by theassembly therewith of a seam cap member 93. The cap member 93 isfabricated from a metal similar to that utilized in the fabrication ofthe roof skins 87 and consists of an elongated strip having the marginaledges thereof rolled substantially as illustrated in FIGURE 14. Each ofthe rolled edges forms a channel for receiving the lip member 92 of theroof skins 87. The cap member 93 is readily assembled with the roofstructure with-out the utilization of additional fastening means and isassembled therewith by merely slipping the member longitudinally of thebar 89 with the lip members 92 disposed within the respective channelsof the cap member. The roof panels 87 which are locked in position bythe cooperative inclined surfaces relative to the bar 89 also lock thecap member 93' to the bar by means of the lip members 92.

The roof insulation panels 86 and their associated roof skins 87 may beof any suitable width, the only limitation on width being that eachinsulation panel 86 and the overlying roof skin 87 must possess therequired structural strength to prevent buckling when subjected to windforces since the only fastening means is the bar 89 of the roof battenstructure 88. In the present embodiment, each of the insulation panels86 and its associated roof skin 87 is of a width equal to the basicfour-foot spacing of the truss units 47. The roof overhang at the endsection 43 will, of course, be of a different width, and substantiallyless than the four-foot standard width of the truss units 47 and thusrequire panels of less width. During the fabrication of each of themodules 41, 42 or 43, the roof sheathing 63 is also applied. At the endof each of the modules which are to be assembled to an adjacent module,the roof batten structure bars 89 would be attached to only one of themodules. For example, the modules, such as 41 or 42 which are designedto be positioned centrally of the building structure, would have a bar89 attached to one transverse edge thereof but not to the other. Theplywood panel 85 would terminate at the Web portion of a truss unit 47and the bar 89 secured thereto with a por tion thereof overhanging thepanel. A screw would, therefore, be displaced from the center line ofthe bar 89 so as to engage the panel 85 a distance inwardly of themarginal edge thereof as illustrated in FIGURE 2.3. The seam cap 93would not be assembled therewith until the two adjacent modules aredisposed in assembled relationship.

The illustrated embodiment of the building as represented in FIGURE 10does not utilize a ridge cap or seal ing member extending longitudinallyof the building structure at the ridge of the roof truss arms. If theridge cap is deemed necessary such a cap may be constructed similar tothe roof batten structures 88 previously described.

The roof overhang or eave structure is formed at the exterior transverseedge of each of the end modules 43. The overhang may be of any desiredwidth or longitudinal extension from the end wall 44. In the presentembodiment, it has been found desirable to utilize to one-half of thatof the basic unit spacing of four feet a width equal

1.IN A BUILDING STRUCTURE, A TRANSVERSE BUILDING SECTION COMPRISING APLURALITY OF FRAMEWORK TRUSS UNITS DISPOSED IN LONGITUDINALLY SPACEDRELATIONSHIP AND STRUCTURALLY JOINED TOGETHER BY STRUCTURAL MEMBERSEXTENDING LONGITUDINALLY THEREBETWEEN, EACH OF SAID FRAMEWORK TRUSSUNITS EXTENDING TRANSVERSELY OF THE BUILDING STRUCTURE AND DISPOSED INAN UPRIGHT VERTICAL TRANSVERSE PLANE WITH THE PLANES OF THE RESPECTIVETRUSS UNITS BEING PARALLEL WITH EACH OTHER, MAIN SUPPORTS EXTENDINGLONGITUDINALLY RELATIVE TO SAID TRUSS UNITS ON WHICH SAID TRUSS UNITSREST AND WHICH ARE DISPOSED IN TRANSVERSELY SPACED RELATIONSHIP, EACH OFSAID TRUSS UNITS BEING A CONTINUOUS CLOSED FRAMEWORK COMPOSED OF APLURALITY OF CONTINUOUS FRAME BEAM MEMBERS CAPABLE OF TAKING BOTHTENSION AND COMPRESSION AND HAVING ADJACENT ENDS ANGULARLY DISPOSED WITHREFERENCE TO EACH OTHER AND CONNECTED TOGETHER BY RIGIDMOMENT-TRANSMITTING JOINTS WHICH MAINTAIN THE ANGULAR DISPOSITION FREEOF BRACING STRUTS EXTENDING ANGULARLY RELATIVE TO THE FRAME BEAM MEMBERSSO THAT THE FRAMEWORK IS FOEMED SOLELY BY SAID BEAM MEMBERS WHICH EXTENDIN THE COMMON TRANSVERSE PLANE AND WILL TRANSMIT BENDING MOMENTS FROMONE TO THE OTHER; SAID BEAM MEMBERS CONSISTING OF: A LOWER FLOOR JOISTBEAM RESTING ON SAID MAIN LONGITUDINAL SUPPORTS AND HAVING ENDSPROJECTING OUTWARDLY IN OPPOSED DIRECTIONS BEYOND SAID SUPPORTS, A PAIROF UPRIGHT SIDE COLUMN BEAMS CONNECTED RESPECTIVELY TO THE OUTER ENDS OFSAID FLOOR JOIST BEAMS BY SAID RIGID JOINTS, AND A PAIR OF INWARDLY ANDUPWARDLY ANGULARLY EXTENDING, CONTILEVER-TYPE ROOF TRUSS ARM BEAMSCONNECTED TO UPPER ENDS OF THE SIDE COLUMN BEAMS BY SAID RIGID JOINTSADN HAVING THEIR INNER ENDS CONVERGING AND CONNECTED TOGETHER BY ONE OFSAID RIGID JOINTS TO PROVIDE A PEAKED ROOF TRUSS; SAID CONTINUOUSFRAMEWORK OF EACH TRUSS UNIT RESTING ON SAID MAIN LONGITUDINAL SUPPORTSAND CONSISTING OF SAID RIGIDLY CONNECTED FRAME BEAM MEMBERS HAVING SAIDRIGID JOINTS BUT PROVIDING A COMPOSITE FRAMEWORK WHICH IS CAPABLE OFSUPPORTING PREDETERMINED DESIGN LOADS WITHIN IS CAPABLE LIMITS OFVERTICAL FLEXURE ABOUT OF MAIN SUPPORTS WHCIH SERVE AS FULCRUMS BUTCAPABLE OF FLEXING VERTCALLY ABOUT SAID SUPPORTS UPON STATIC LOADING OFANY OF SAID BEAM MEMBERS IN THE PLANE OF THE FRAMEWORK WHICH CREATESBENDING MOMENTS IN THE FRAMEWORK THAT ARE OPPOSED BY OTHER BENDINGMOMENTS CREATED IN THE FRAMEWORK AND ACTING IN THE PLANE OF THEFRAMEWORK; SAID LONGITUDINALLY EXTENDING STRUCTURAL MEMBERS JOINING SAIDFRAMEWORK TRUSS UNITS COMPRISING BRACING MEMBERS EXTENDINGLONGITUDINALLY BETWEEN AND RIGIDLY CONNECTED TO THE RESPECTIVE ADJACENTLONGITUDINALLY SPACED FRAMEWORK TRUSS UNITS, AND SERVING TO STRUCTUALLYJOIN THE SPACED FRAMEWORK TRUSS UNITS OF THE BUILDING SECTION TO PREVENTRACKING OR DISTORTION OF THE BUILDING SECTION IN A LONGITUDINALDIRECTION AT AN ANGLE TO THE TRANSVERSE PLANES OF SAID FRAMEWORK TRUSSUNITS.